DOE-FIU SCIENCE & TECHNOLOGY WORKFORCE
DEVELOPMENT PROGRAM
STUDENT SUMMER INTERNSHIP TECHNICAL REPORT
June 4, 2012 to August 10, 2012
Analysis of Oak Ridge National
Laboratory Outfall 211 Contributing
Drainage Areas
Principal Investigators:
Heidi B. Henderson, P.E.
Florida International University
Eric M. Pierce, Ph.D., Mentor
Oak Ridge National Laboratory
Acknowledgements: Georgio Tachiev, Ph.D., P.E.
Elizabeth Wright
Marcella Mueller
Florida International University Program Director:
Leonel Lagos Ph.D., PMP®
Prepared for:
U.S. Department of Energy
Office of Environmental Management
Under Grant No. DE-EM0000598
DISCLAIMER
This report was prepared as an account of work sponsored by an agency of the
United States government. Neither the United States government nor any agency
thereof, nor any of their employees, nor any of its contractors, subcontractors, nor
their employees makes any warranty, express or implied, or assumes any legal
liability or responsibility for the accuracy, completeness, or usefulness of any
information, apparatus, product, or process disclosed, or represents that its use would
not infringe upon privately owned rights. Reference herein to any specific
commercial product, process, or service by trade name, trademark, manufacturer, or
otherwise does not necessarily constitute or imply its endorsement, recommendation,
or favoring by the United States government or any other agency thereof. The views
and opinions of authors expressed herein do not necessarily state or reflect those of
the United States government or any agency thereof.
FIU-ARC-2012-800000394-04c-066
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ABSTRACT
By the early 1950’s, the U.S. Department of Energy (DOE) began the production of
thermonuclear weapons in support of the Cold War. A key active ingredient in the design of
the thermonuclear weapon was lithium-6 (Li-6) which is produced by separating lithium
isotopes using an aqueous solution containing mercury (Hg). In 1953, Oak Ridge National
Laboratory (ORNL) buildings 4501 and 4505 were built to conduct a pilot-scale evaluation
of the lithium exchange processes. An estimated 56,200 lbs (25,500 kg) of Hg had been
released during these operations.
ORNL is located within the White Oak Creek watershed (a portion of Bethel Valley
watershed). White Oak Creek (WOC) is the main stream running adjacent to ORNL along
its south-eastern border and is the main collector of mobile contaminants in the area. In
order to understand the transport of contaminants, it is critical to understand the flow of
water within the area of interest. Thus, a conceptual stormwater management model is being
developed for the contributing drainage areas of Outfall 211. Outfall 211 discharges
stormwater as well as water from the adjacent buildings such as cooling water and
condensate from various air conditioning (AC) units and discharge from the Creep
Laboratory (Building 4500S). The ORNL Outfall 211 drainage area represents a test bed for
the larger and more complex Y-12 National Security Complex (NSC). The Outfall 211 area
of interest is smaller in scale in comparison to the Y-12 NSC area of interest. Both facilities,
ORNL and Y-12 NSC, were built using similar construction and drainage methods; thus
many of the factors that impact water management are similar. Therefore, the model being
developed is expected to provide a portion of the technical basis for developing a similar
modeling approach for the Y-12 NSC, to improve forecasts of water flow and contaminant
flux from facility infrastructure and surface water. iii FIU-ARC-2012-800000394-04c-066
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TABLE OF CONTENTS
ABSTRACT ........................................................................................................................... iii
TABLE OF CONTENTS ....................................................................................................... iv
LIST OF FIGURES ..................................................................................................................v
1. INTRODUCTION ................................................................................................................1
1.1 Oak Ridge National Laboratory..................................................................................... 2
1.2 White Oak Creek ........................................................................................................... 2
1.3 Area of Interest .............................................................................................................. 3
2. EXECUTIVE SUMMARY ..................................................................................................5
3. RESEARCH DESCRIPTIONS ............................................................................................6
3.1 XPSWMM Model .......................................................................................................... 6
3.2 Modeling Parameters ..................................................................................................... 6
3.2.1 Topography ................................................................................................................. 8
3.2.2 Open Channel Flow .................................................................................................... 9
3.2.3 Infiltration ................................................................................................................. 11
3.2.4 Rainfall ..................................................................................................................... 12
3.2.4 Routing Method ........................................................................................................ 13
3.2.5 Boundary Conditions ................................................................................................ 13
4. RESULTS AND ANALYSIS ............................................................................................14
4.1 Flood Risk Analysis ..................................................................................................... 16
4.1 Probability Exceedance ............................................................................................... 17
5. CONCLUSION ..................................................................................................................19
6. REFERENCES ...................................................................................................................20
APPENDIX A. .......................................................................................................................22
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LIST OF FIGURES
Figure 1. Oak Ridge Reservation ............................................................................................ 1
Figure 2. ORNL Building 4501 and 4505 Location ................................................................ 2
Figure 3. Oak Ridge Reservation ............................................................................................ 3
Figure 4. Area of Interest ........................................................................................................ 4
Figure 5. XPSWMM Node Data Dialog ................................................................................. 7
Figure 6. XPSWMM Conduit Profile...................................................................................... 7
Figure 7. XPSWMM Conduit Shapes ..................................................................................... 7
Figure 8. Sub-catchment Dialog .............................................................................................. 8
Figure 9. XPSWMM Digital Terrain Model ........................................................................... 8
Figure 10. XSPWMM Model Main Storm Line ..................................................................... 9
Figure 11. Partially Filled Circular Conduit ............................................................................ 9
Figure 12. Outfall 211 ........................................................................................................... 10
Figure 13. WOC under Bridge .............................................................................................. 11
Figure 14. Dechlorinator in WOC ......................................................................................... 11
Figure 15. Horton Infiltration Dry Clay Parameter ............................................................... 12
Figure 16. Horton Equation Dry Clay Parameter .................................................................. 12
Figure 17. SCS Type II Unit Hyetograph.............................................................................. 13
Figure 18. WOC cross-section at Outfall 211 ....................................................................... 13
Figure 19. Location of MH B-4500S_E ................................................................................ 14
Figure 20. Location of Inlet I-2 ............................................................................................. 15
Figure 21. Location of Inlet I-4 ............................................................................................. 15
Figure 22. Location of I-8 and I-9 ......................................................................................... 16
Figure 23. Hydraulic Grade Line .......................................................................................... 17
Figure 24. Runoff Hydrograph .............................................................................................. 17
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1. INTRODUCTION
In the 1940’s during World War II, the U.S. initiated its own research and development
program—commonly referred to as the Manhattan Project—in a race to create the first atomic
bomb. The 33,750 acre Oak Ridge Reservation (ORR) was the first site selected to support the
Manhattan Project. This site consists of three major U.S. Department of Energy (DOE) facilities,
the East Tennessee Technology Park (ETTP) formerly known as the Oak Ridge Gaseous
Diffusion Plant or K-25 (2200-acres), the Y-12 National Security Complex (Y-12 NSC) (800acres), and the Oak Ridge National Laboratory (ORNL) formerly known as X-10 (4470-acres).
The reason for selecting ORR was because it provided the water supply (Clinch River),
electricity (Tennessee Valley Authority), and workforce (citizens from the City of Knoxville)
necessary for this operation. In addition to the workforce offered by the City of Knoxville,
thousands of scientists, engineers, and support personnel relocated to the area in support of this
mission (ORNL, 2008).
Figure 1. Oak Ridge Reservation
By the early 1950’s, DOE began the production of thermonuclear weapons in support of the Cold
War. A key active ingredient in the design of the thermonuclear weapon, or the hydrogen bomb,
was lithium-6 (Li-6) which is produced by separating lithium isotopes using an aqueous solution
containing mercury (Hg). The three separation processes that used large quantities of mercury to
extract Li-6 were organic exchange (OREX), electrical exchange (ELEX), and column exchange
(COLEX) (Brooks and Southworth, 2011). However, not all three of these exchange processes
were employed at all three plants.
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1.1 Oak Ridge National Laboratory
In 1953, buildings 4501 and 4505 located on ORNL’s campus were built to conduct a pilot-scale
evaluation of the lithium exchange processes for the development of thermonuclear weapons.
Building 4501, the High-Level Radiochemical Laboratory, was a pilot plant for the OREX
process. These pilot-scale tests were conducted in the basement of the 4501 building. The
basement floor was flooded with 4” of water to subdue Hg fumes throughout the building. The
seams of the basement floor were made of tar; thus, allowing Hg to seep into and contaminate
surrounding soil and sediments. An additional 11,000 lbs of Hg was released during its transport
to another building on-site for cleaning and recycling prior to its use. An estimated 56,200 lbs
(25,500 kg) of Hg had been released during these operations (Taylor, 1989a).
Figure 2. ORNL Building 4501 and 4505 Location
In 1955, Building 4505, Experimental Engineering Laboratory, housed another process named
METALLEX. Similarly to the OREX process, METALLEX uses a sodium amalgam (mercury
containing solution) to transform uranium and thorium chlorides into their metallic forms. It was
the most cost-effective way to produce thorium for reactor grade metal leaving mercury as a byproduct. The process required approximately 296,000 lbs of Hg and it is estimated that 4,400 lbs
were lost to the environment through spills (Taylor, 1989).
The DOE Office of Environmental Management (EM) has divided ORNL into two major
cleanup areas, Bethel Valley and Melton Valley. Bethel Valley is undergoing surface and
groundwater monitoring to track the effectiveness of the removal of contaminants thus far and to
understand what is still required of the clean-up. Melton Valley has placed sixteen monitoring
wells along the Clinch River in order to monitor water quality and remaining ORNL site-related
contaminants. (DOE, 2011)
1.2 White Oak Creek
ORNL is located within the White Oak Creek watershed, which is within the Central Bethel
Valley watershed (a portion of Bethel Valley watershed). White Oak Creek (WOC), a tributary
of the Tennessee River, is the main stream running adjacent to ORNL along its south-eastern
border and represents major route for water and contaminant transport (FFA, 2006). The WOC
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watershed is comprised of approximately 2,098 acres and collects runoff and treated wastewater
discharge from ORNL where it is drained into White Oak Lake and into the Clinch River.
The fate and transport of Hg at ORNL have been investigated through numerous studies (EPA,
1997). The presence of residual Hg has been documented in soils and storm sewers as well as
WOC sediments and bank soils. However, the quantity of residual Hg that remains within the
soil beneath the basements and storm sewers at these facilities is still unknown. Mercury had
been released to the environment causing soil and sediment, groundwater, and surface water
contamination. As a result, the ecosystems surrounding the ORNL facilities — specifically
White Oak Creek, White Oak Lake, and the Clinch River — have been contaminated.
Figure 3. Oak Ridge Reservation
1.3 Area of Interest
The area of interest is approximately 5 acres and consists of a network of closed conduits
discharging into a free surface creek. The water flow is represented by unsteady open channel
flow because both the closed conduits and the creek are open to atmospheric pressure. The
system will be modeled as one-dimensional gradually varied flow. The program chosen to
develop the conceptual stormwater management model is XPSWMM which is the Microsoft
Windows version of the Environmental Protection Agency (EPA) stormwater management
modeling (SWMM) tool. The area of interest includes the following ORNL buildings:
1)
2)
3)
4)
5)
6)
4500N Wings 1, 2, and part of Wing 3
4500S Wings 1 , 2, and part of Wing 3
4501
4505
4507
4508
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7) 4556 (note Building 4556 is considered a manmade structure)
Figure 4. Area of Interest
In order to understand the transport of contaminants, it is critical to understand the flow of water
within the area of interest. Thus, a conceptual stormwater management model is being developed
for the contributing drainage areas of Outfall 211 as well as sources from the adjacent buildings,
such as cooling water and condensate from various AC units and discharge from the Creep
Laboratory (Building 4500S). The water leaving the Creep Laboratory is treated with chlorine
prior to its discharge via storm laterals into the main storm trunk line. A dechlorinator was
therefore placed after Outfall 211 in order to reduce the chlorine concentration prior to its
discharge into WOC. In 2007, Building 4501 was known as the primary location of Hg
contamination (Taylor, 1989). Sump water from Building 4501’s basement foundation
dewatering sump, Sump I, was pumped into the Outfall 211’s storm system. By December 2007,
Sump I was rerouted to the on-site Process Waste Treatment Complex (PWTC) in order to
receive pre-treatment prior to discharge. Similarly, Sump S (Building 4500N) was rerouted to the
PWTC in 2011. Currently, there is only one sump, Sump P (Building 4556), connected that
contributes water to Outfall 211.
In the 1950’s, construction standards for storm and sanitary sewers did not exist as it does today.
Similarly, water quality requirements for stormwater discharge were not as stringent at that time.
They did, however, realize that the system must be flushed periodically in order to provide
adequate conveyance which would explain the commingling of the two systems and the reason
for the discharge of untreated waste water into WOC.
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2. EXECUTIVE SUMMARY
This research work has been supported by the DOE-FIU Science & Technology Workforce
Initiative, an innovative program developed by the US Department of Energy’s Environmental
Management (DOE EM) and Florida International University’s Applied Research Center (FIUARC). During the summer of 2012, a DOE Fellow (Ms. Heidi Henderson) spent 10 weeks doing
a summer internship at DOE Oak Ridge National Laboratory for the Environmental Science
Division under the supervision and guidance of Eric Pierce, Ph.D., Applied Remediation Science
Lead. T he intern’s project was initiated on June 4, 2012, and continued through August 10,
2012, with the objective of collecting pertinent data for the stormwater model of the contributing
areas discharging via Outfall 211.
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3. RESEARCH DESCRIPTIONS
The model being developed for ORNL will provide the basis for taking a similar approach for
modeling the flow of water and contaminants at the Y-12 NSC. The ORNL facility is serving as
a test bed for the Y-12 NSC because the ORNL area of interest is smaller in scale. Both facilities
were built using similar construction and drainage methods, thus many of the factors that impact
water management are similar. The model being will simulate rainfall over the site and provide
estimated storm water levels for analysis. ORNL has very little flow rate data in the area;
however, a few monitored flow rates were received and will be utilized to calibrate and validate
the model.
3.1 XPSWMM Model
XPSWMM uses a spatially distributed link/ node network to analyze the hydraulic, hydrologic,
and quality of a stormwater or wastewater system. The XPSWMM software package applies the
Saint-Venant equations to solve for the one-dimensional unsteady open channel flow. The SaintVenant equations are composed of the continuity, momentum, and energy equations. However,
in order for the equations to hold true the following six fundamental assumptions must apply:
1) The flow is one dimensional, the velocity is uniform in a cross-section and the transverse
free-surface profile is horizontal;
2) The streamline curvature is very small and the vertical fluid accelerations are negligible;
resulting in the pressure distributions are hydrostatic;
3) The flow resistance and turbulent losses are the same as for a steady uniform equilibrium
flow for the same depth and velocity, regardless of trends of the depth;
4) The bed slope is small enough to satisfy the following approximations:
a. cos Θ 1
b. sin Θ tan Θ Θ
5) The water density is constant; and
6) The Saint-Venant equations were developed for fixed boundary channels; that is,
sediment motion is neglected (Chanson, 2004).
3.2 Modeling Parameters
XPSWMM is equipped with three modes the hydraulic, runoff, and sanitary modes. Both the
hydraulic and the runoff modes are utilized in this model. The dialogs will request certain
information depending on which mode is active.
Node data, conduit shapes, pumps, control structures and weirs may be modeled in the hydraulic
mode. The node dialog requests the spill crest elevation where it can be the manhole elevation
for a manhole, inlet elevation for an inlets, or top of pipe for a junction box. For the purpose of
this project, a junction box is considered as a point where the storm pipe changes direction
without a manhole or inlet or where the storm drain enters the main storm line. There is a dialog
for the conduit information and selection of various shapes of pipe along with an aid to
visualizing the conduit profiles.
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Figure 5. XPSWMM Node Data Dialog
Figure 6. XPSWMM Conduit Profile
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Figure 7. XPSWMM Conduit Shapes
In the runoff mode, drainage areas are delineated for the inlets via sub-catchments. One inlet can
have up to five sub-catchment areas where each sub-catchment may have varying areas,
impervious percentage, width, and slope. The various sub-catchments will make up the node
catch basin incorporating the higher elevation contour surrounding the node. The sub-catchments
are the areas that are directly connected to the inlet and will contribute runoff during the
simulated rainfall events.
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Figure 8. Sub-catchment Dialog
The network is made up of a series of links and nodes, a link being a conduit such as a storm
drain, storm pipe, or culvert that conveys water from one node to another. Nodes are considered
to intake stormwater or other discharges, in this case would be the A/C units condensate and
cooling water or the chlorinated discharge water from the Creep Laboratory in Building 4500S,
which would be either building drains, roof drains, manholes, inlets, or junction boxes. The
required input data for the conveyance through the conduits are the Manning’s roughness
coefficient, slope, downstream invert, upstream invert, pipe length and spill crest elevations.
3.2.1 Topography
As an industrial area, ORNL is composed of mostly impervious area with sparse pervious areas
and lies within the Tennessee State Plane North American Datum (NAD) 1983. The area
bordering the area of interest ranges in elevation from 780 ft NAD to 855 ft NAD as shown on
the digital terrain model (DTM). However, the area of interest is relatively flat ranging from 780
ft NAD to 810 ft NAD. Figure 9. XPSWMM Digital Terrain Model
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Figure 10. XSPWMM Model Main Storm Line
3.2.2 Open Channel Flow
The conveyance of water within the system is solved by the Manning’s formula for open channel
flow through the conduits:
1.49
√
Where Q represents water flow (cfs), v is the velocity (fps), A is the cross-sectional area of flow
(sf), n is the Manning’s coefficient (dimensionless), R is the hydraulic radius (ft), and S is the
slope of the water surface or the linear hydraulic head loss (ft/ft). The hydraulic radius is equal
to the cross-sectional area of flow divided by the wetted perimeter (ft) as shown in the third
equation above. The wetted perimeter for partially filled circular conduits may be found by the
following information and measurements:
Figure 11. Partially Filled Circular Conduit
Angle from the centerline to the water level,
Depth of water in culvert,
1 cos
cos sin
Cross-sectional area of flow,
9 1
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Wetted Perimeter of water,
Top width of water surface,
2
2 sin
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The Manning’s roughness coefficient is based on the material of the pipe or the type of channel
ranging from a minimum, normal, and maximum number. It is inversely proportional to the flow
rate where the smaller the coefficient the larger the flow due to the friction caused by the
channels roughness. The network contains the following types of pipes:





Wrought iron
Vitrified clay pipe (VP)
Concrete pipe
Reinforced concrete pipe (RCP)
Polyvinyl chloride (PVC)
There is only one sump connecting to Outfall 211 today which is Sump P. Sump P is located
within Building 4556 and is only active when a large rainfall event occurs. From Building 4556 a
4” VP connects to a 10” VP which conveys water into MH211-3. MH211-3 is located at the
northwest corner of Building 4500S. The main storm line runs west of 4500N and 4500S and
contains MH211-1, MH211-2, MH211-2a, MH211-3, MH211-4, and Outfall 211. It begins at
MH211-4 and ends at Outfall 211. From MH211-4 to MH211-3, the main storm line is
constructed of 15” RCP. South of MH211-3 the line is 30” RCP. Outfall 211 is a culvert located
under a bridge. However, the water is not discharged into WOC at that location. There is a 65”
long, 13.5” high metal plate acting as a weir directing water to discharge through an 8” PVC
pipe. The 8” PVC pipe conveys the water into the dechlorinator. The 8” PVC is reduced to a 4”
PVC where the water is disinfected via the dechlorinator.
Figure 12. Outfall 211
10 FIU-ARC-2012-800000394-04c-066
Figure 13. WOC under Bridge
Figure 14. Dechlorinator in WOC
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Additional pictures of Outfall 211 and the dechlorinator are located within Appendix A. 3.2.3 Infiltration
The Horton Infiltration has been chosen to calculate the pervious areas. The Horton equation is
as follows:
Where:
Fp = infiltration rate into soil, in./hr (mm/hr)
Fc = minimum or asymptotic value of Fp, in./hr (mm/hr)
Fo = maximum or initial value of Fp, in./hr (mm/hr)
t = time from beginning of storm, sec
k = decay coefficient, 1/sec
The ORNL site is composed of buildings, pavement, and minor pervious areas. It is surrounded
by ORR’s wooded lands. Soils in the area are a mixture of reddish-brown clays and silts
resulting from in-situ weathering of shaley limestone bedrock. To begin the model, we will only
consider dry weather conditions as opposed to wet weather conditions where the antecedent
precipitation nine days prior to the start date is considered. Thus, due to the fact that the soils are
clays and silts and dry weather is considered, the model utilizes XPSWMM default values for the
Horton Infiltration equation as shown below.
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Figure 15. Horton Infiltration Dry Clay Parameter
Figure 16. Horton Equation Dry Clay Parameter
3.2.4 Rainfall
U.S. Natural Resources Conservation Service (NRCS) formerly known as the U.S. Soil
Conservation Services (SCS) method is used to compute rainfall distributions. The City of
Knoxville (adjacent to the City of Oak Ridge) Land Development Manual suggests that the SCS
unit hydrograph be utilized for the routing of the storm events. The unit hyetograph will be
multiplied by the precipitation (P) for each storm event in order to produce the hyetograph that
represents the design storm events for its corresponding rainfall event. The area of interest falls
within Region II; thus, the SCS Type II storm event has been chosen to simulate the rainfall
distributions for the following rainfall events:
 25 year – 24 hour; P = 5.47 inch
 100 year – 24 hour; P = 6.85 inch
 500 year – 24 hour; P = 8.60 inch
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Figure 17. SCS Type II Unit Hyetograph
3.2.4 Routing Method
The Kinematic Wave Equation is utilized for overland flow routing where XPSWMM takes into
account the area, slope and width of the sub-catchment areas.
3.2.5 Boundary Conditions
Tail water conditions (time series data) for Outfall 211 data mining is currently underway via the
Oak Ridge Environmental Information System (OREIS) website in order to assess the actual
WOC elevations during the routing of the storm events. A cross-section of WOC at Outfall 211
is shown below.
Figure 18. WOC cross-section at Outfall 211
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4. RESULTS AND ANALYSIS
The construction of the ORNL 4500 area began in 1950 and some paving, grading, and drainage
information was not found because they were on drawings that were no longer available.
However, two sets of drawings were found and are noted as 1) original drawings from the 1950’s
and 2) ATLAS drawings, produced relatively recently, which are basically a sketch of what is
believed to be underground with some invert and manhole elevations.
Based on the information found from the two sets of above-mentioned drawings the following
assumptions and notes are made:
1. The original drawings indicate that the Outfall 211 drainage system begins from the east
between 4500N and 4500S Wings 2 and 3. However, the ATLAS drawings show it
interconnected with the drainage system to the east. I believe this may have been a
mistake. This model will be in accordance with the original drawings where Outfall 211’s
drainage system stands alone and begins from the east at the manhole (B-4500S_E)
located between 4500N and 4500S Wings 2 and 3.
Figure 19. Location of MH B-4500S_E
2. The ATLAS drawings do not show the existing inlet (I-2) to the west of MH211-3.
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Figure 20. Location of Inlet I-2
3. The ATLAS drawings indicate that the inlet east of 4500N Wing 1 is shown to the west
of the manhole located at the north-south centerline; however, it is located to the east of
the north-south centerline (I-4).
Figure 21. Location of Inlet I-4
4. The ATLAS drawings do not show or have no symbol for the two inlets (I-8 and I-9)
located east of 4500N Wing 2.
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Figure 22. Location of I-8 and I-9
5. There are unknown inverts, manhole elevations, and inlet elevations throughout the
system where reasonable assumptions will be made from analysis of surrounding or like
data.
6. Assumptions will be made for the building area contributing to the roof drains. A single
lateral for each building will be shown in places where there are multiple storm
laterals/roof drains for simplistic purposes. There will be a user inflow placed at the
nodes of the buildings of 2gpm/ lateral for condensate and/or cooling water discharging
into the system as per the estimate provided by the ORNL Engineering Department.
4.1 Flood Risk Analysis
XPSWMM will provide estimated flows, velocities, and elevations throughout the system in
order to understand where high and low flow rates will occur. The hydraulic grade line (HGL)
which is a line indicating the pressure at any point throughout the system will allow for flood
risk analysis within the area. If the HGL is shown above an inlet or manhole elevation then most
likely there will be ponding at that location.
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Figure 23. Hydraulic Grade Line
4.2 Probability Exceedance
In addition, XPSWMM will provide time series (flow rate at its corresponding time) for the
nodes (inlets, manholes, and junctions) indicating peak flow rates at its corresponding time. The
time series will be graphed to form a runoff hydrograph and will resemble the following graph
for the following chosen storm events:
1. 25 year – 24 hour
2. 100 year – 24 hour
3. 500 year – 24 hour
Figure 24. Runoff Hydrograph
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.
The time series information will allow for a probability exceedance (PE) analysis of the nodes
within the domain. PE is the amount of time (%) which the parameter will meet or exceed the
calculated value which will be the amount of time (%) which the flow and/ or elevation will meet
or exceed the estimated value calculated by XPSWMM. 18 FIU-ARC-2012-800000394-04c-066
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5. CONCLUSION
The internship to ORNL was vital in obtaining the pertinent information – construction
drawings, ArcGIS files, storm drain layouts – for the area of interest. For the purposes of this
study, the amount of data retrieved from ORNL will be adequate to create, calibrate, and validate
the model. The model will allow for a flood risk analysis by determining estimated water
elevations, the HGL, within the domain for the chosen storm events. In addition, a probability
exceedance analysis will be conducted at the various inlets within the domain to determine how
often, percentage of time, the flow rates are expected to be exceeded. The model and its findings
will be provided to ORNL for their use. Once this model has been approved by DOE EM it will
be expanded to include the Y-12 stormwater management system for further analysis. 19 FIU-ARC-2012-800000394-04c-066
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6. REFERENCES
Brooks, S.C., Southworth, G.R. “History of mercury use and environmental contamination at the
Oak Ridge Y-12 Plant.” Environmental Pollution Volume 159. Issue 1 (2011): 219-228.
Print.
Chanson, H. Environmental Hydraulics of Open Channel Flows, Burlington: Elsevier
Butterworth-Heinemann, 2004.
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20 FIU-ARC-2012-800000394-04c-066
Analysis of Oak Ridge National Laboratory
Outfall 211 Contributing Drainage Areas
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21 FIU-ARC-2012-800000394-04c-066
APPENDIX A.
22 Analysis of Oak Ridge National Laboratory
Outfall 211 Contributing Drainage Areas
FIU-ARC-2012-800000394-04c-066
23 Analysis of Oak Ridge National Laboratory
Outfall 211 Contributing Drainage Areas